Specifications bi.e0,02c917-C6057
7,Uc 549 /k 2 c/c Ti
JACOBS®
STRU T !u ALCULATIONS
C _} : f• r RECEIVED
[7:1 Prokresdrig
• ppR 17 2017
CITY OF TIGAIW
? _ Jr-.; .< ., DtII,DING DIVISION
��r Y° r 5�:,M;,r Tigar , OR
e< (. •m concrete
7-1 !mL!' _ t: STYRENE C I NVERSION
r , y_ pICHO ' GE — IFP)
may! `- •n, � „rJ i"''s'.i' la�d�jS 1'�i+i yy
uwdf �`R 1 i F .fwd CPQ f and Caissons
JE Project Nfl . 25PW3020
April 2017
f hefiebji certify a*thon. were performed by me or under my
direct supervision an. a am a : ly Registered Professional Engineer
under the laws of the State of Oregon. Review of this project is limited to
information in these details and calculations only. These details and
calculations are for the project and site referenced above, and do not
apply to other similar configurations at this or at a different site. No
responsibility and/or liability is assumed by, or is to be assigned to, the
engineer for those items beyond those shown on these details and
calculations.
Kweku P.E., S.E.
^ '
r P 3 of
>$'°r0"ef' 1
CfE
74,2 �'�
F(`'.c ti ' _4702//
_< 693e zn
JACOBS ENGINEERING
5005 SW Meadows Road, Suite 100
Lake Oswego, OR 97035
JACOBS Page
CALCULATION SHEET of
PROJECT NO.: 25PW3020
CLIENT: Agilyx CALC. NO: 01 REV. NO.: 0
PROJECT: Styrene Conversion ORIGINATOR: KG DATE: 04-03-17
TITLE: Structural Calculations CHECKED BY: CRL DATE: 04-03-17
Table of Contents;
Pages
1. Introduction 1
2. Shredder SH1 — SH25
3. SCS Skid S1 —'S68
4. Tars Tank T1 -T8
5. Dust Collector DC1 - DC3
6. Product Chiller PC1 — PC14 '
Introduction:
The following calculation is for the anchorage design of the Styrene Conversion System, for the Agilyx
facility, located in Tigard,OR. The existing CSS skid is to be re-purposed to become the SGS skid,
with various equipment mounted on.Anchorage calculations are also presented for other equipment,
as noted above, to be mounted at various locations inside and outside the plant.
The design is in accordance with the 2014 Oregon Structural Specialty Code (2014 OSSC).
Design Maps Summary Report
f ii i
EMS Design Maps Summary Report
User-Specified Input
Report Title Agilyx
i"Jed Februar 8, 2017 20:52:55 UTC
Building Code Reference Document ASCE 7-10 Standard
(avhich utilizes USGS hazard data available in 2008)
Site Coordinates 45.4272°N, 122.7589°W
Site Soil Classification Site Class D -"Stiff Soil"
Risk Category I/II/III
"�by ,i.., ,.„„..,-
�r fit"- 4'� + '�w�R .,#
hP '•
%
� , '!d .�. F � , _ .*, ,q41,14 ,
1 > s..#1.. '01;yt.,....,,,r,.3]..-..,,' : , 5.air .,:,-,` , 411 s'Ir ', ,..":`) '1,,',, „ ,,:!;i"';',.-z,.-' x,
ak 1 r.# r''''''.;i:''''''.',
# r i y Pro L ::`,,,154-.,ii'... 1 P
r $ �"�}, �v i ;," + .., R a �� $ i � .fi "*
��. 4 e. k r d r 4 ,...,, ..!:=,..,;,014,„...-4 , ��
if'7t iya 3, '� i a �I 5 +his 14,4 :. d ;; r ,:o...,.., 1 +'' 4° s. � ,,,;
USGS-Provided Output
SS = 0.974 g SMS = 1.082 g S0 = 0.721 g
Si = 0.422 g SMi = 0.666 g SO, = 0.444 g
For information on how the SS and Si values above have been calculated from probabilistic(risk targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the"2009 NEHRP"building code reference document.
MCEf Response Spectrum Design Response Spectrum
0.s9
1.10 0.90
0.99 0.12
0.89
0.61
0.77 0.56
Dn 0.66 O� 0.49
0.53 a 0.40 F
10
0.44 0.22
tll 0.33 0.24
0.22
0.16
0.11 0.09
0.00 0.00
0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.30 1.00 2.00 0.00 0.20 0.40 0.50 0.90 1.00 1.20 1.40 1.60 1.60 2.00
Period,T(sec) Period,T(sec}
For PGA,,, T_,C1s, and CF,values, please view the detailed report.
http://earthquake.usgs.gov/des ignmaps/us/s�uninary.php?temp late=minimal&latitude=4 5.42... 2/8/2017
Subject �"e3'I Y'� Project 'P -3
JACOBS'
/7% t�C�`�- -�
/ Sheet No. i of.
Authored by Ae4 Date /t? Checked by Date
celS, C C--c,/ 0_,0%)
,*r c -�a c z- I2 I. 1 f%A o M:ov,J j 3
4
/-5N —(dx 1/013 r 2 v.,,/
C 417
(‘
(./. t)) 4 , 2t )
zr
0 , 092
/.,S-fir
Nc
l a 3 _CD s 1 1".) p
0, 2/6 kip k4 1 S
co ice` trJ�
P Po 4$ us CrJ /S / i 4L 9 S-b#,
U/ E {,J ; /a '►
416.2114.70.2.0
Subject 4—CLIC' VrX Project
J/�COBS® ri7Y-1.97161.9/2-
Sheet No. t1 ? of
Authored by AC4 Date - Checked by Date
( i,pr AAP- 6 , .2-16
loG9 (94 o #*
y )
_f CD,F. ftiPP&ILI 6-6:4- LQ 4-6 s'
trke 4- 1
I,? *
IA
Ta-it -7 ci 0 V v
Li L IA) CI)
iz=7,1-An
.1-171-
WAt/ (/?/ 0 4) /6 9 9L1 ee-1,9-A-1
12
Adtx) bc-3- 6QL P C c,- 81-04- _
- " , r/z//i 4,,
— 6 i?14-TA 2E4 C--P.A1 (--cl 4-1 I L Al 4 (..4 4-6 Co &i ,9 4-77-0
-.j_,c
to I rrf -11.3 r, . Pa-re 4-es) .44-0/2-4
a
r
AI
- { `ek '' " "x�� .k'Yr fi ? qfC . f!':4''':
Y 7T e ' ?k<x + €Y e fy d X# •14'1,4);§,'-:2,1'',,'
!1:4-,;:t- v ' J ✓ � �' "Xigg � SYy fi "
-
.
,, 14- i + A Ai kt W.�- .
3aFd 01•PMIg Wilt'� , '� �, ter-qti
4051+1,,k 4•04K VI`Wrii:.-giVitlittait,4,-,,AMASW I :641243
44g i
�:Vsi1ui
r,.
7itvvttv,li,ta.,,, :;:_i:_ :N;::,41:.i;:;i,-;ii4?.;4,,,:x6t,.,lwk. 4744
� W�e4a , ,efXi'� is j�'g z,a � �' tf � '� �' .+_
f" '4gCtla qr i; s _i dlesX114.,44449
v4f 3YtaX ;�(
'�
x rstea � �. c� . a _ ! �y�.� `k-r�c' �C '' �rt-:� `t ;`, •t x
o- $gaifi ' , Pf d `rV� '� � A � ti- A :�� �aXN
1 ,
x+.. 7
F'iy`a " r ' � -•,..q.:260:,..1.',:•:1:- }'�5 A� ��Ny 6 'Z 4'.-V. r , �:7'.1-g
17
vei ,� s I1I�3101 . , rt14c ° •t _ £
kI
s
..f.-4-1, .-.?!..:,'.:,::':::.:-.-1.k.... . -: -".-:._,.„:-.,!_-=';'' .110.*-11,10.1r'if..:-L::'.."":,'1:-',.Y,:),:.::-':':',
•
•
.
,7 717',N;''''4:44,,i-it4.4:,:t'A,!;;:f-.
•
N" 1E I
tt
4'
gYt; i , 41F ,yya '
€ F-
-semtgi 6T,6 . '�k 7 ..
1* 4Tr -, F ' sem
i.'"•:-JiAa''.x % li 10>r x"�` e'er> 't' t _ `` f:MIS 3 , "IiltAtti �;.:
" s _ i • ••• s '' :# 4':.,.s•'- . • • • `t 4"`•..).
` .ris1_ 3$ a
ll
�s
14"Of
z
.._,........
,
- ,-.,..,222,,,,..ci2-.-43;.2!':;2'22:,-1'2?;.:,:.`22,:•!7.-7:-.2s:,:;5!
1,1,'---;:--4:,,-:-.'--'''-'-`' ----7,77-7z!;,,;.:::,-At.,-,!..,!,..,,,q,--i-44i, i-•.`-i!-' c..1,:.--,-.'4',.. ;" -,iii,',..4',',S.;:i.S.':'..7:.'-';:l:22,r2.141,:r''.'i,,F2.0:r:
4tZ,,??,,,4,1./,'"..2,12:,,,,24:.,2'22,:',22,2:,,,. 1 iii::„.?.,,,,;?,::,!41:2. 1,,;2:2r.„-:.i ..,2,,,,4,:7,,,.v:.,,,,;,;),;,:tt.012,:-.%-klrAitilI.7.t.ilv,:; 12122„i..,-,3' 1.!..-ii:;,:t;,..:,1 i.iti:,.,:.::::.:1,,,,,,,,,,,, ,i i:::,i,,,,,,:,,!.,-.,,/,.15,,,,,,i;•,,; ,:',,,31;:-:,,,,,,t1f,1;-.4,y1t.
4,-..i,„, ,,,'1:4,,,:!,, 1:,..4f.,,.,:z.,. ;', • i'1/4:-.4v,ri,474,i-?.?:4.' ,,,*.:?, l':k-til':1--..',1..'I, i ;-.-I'Ili",.::-:'.-"-:,---:,'','-',4 322,2:222 22,,,,:-.,,,.v.i„.;.,-J,Az.
1. t , .-::_-,. .e--, .,':, —, • 4:',-,r,' ,/?,‘,e,':v....)*,,,, , ;'';,..I ;4.--.,.......' :AI-'='•1---'' -",'="-'''-',."""'-.-F.-"-...*", •••=4
,.'•' ,-,--,,,At:',. ,,,,,,-, „,„,,, f..r.,.., 'viirtIrt*,:-„,,,,,,,, , -..,..':I 1:,..',--,,,...-:, .. ,I.!,;.-,-,..-..`,‘-..k,.„.‘--,ri: . 1,..;- .4tr,-...
.;.-..--.,...:..c.,....,,,,y,..!. ,-.„...„-m.::::„.: :.,:.,,-, •, •,,,,,i,,,,,,,,,,..i,-, I ; ,,,,,,,,,,, . ,..,,,.,,..,.-,,,,,,. ,1,,--.22,1fIr...''''2,:2-5.:',22.':"'..--",2•2,,"2. .".1',„.24
,4.2i42":'"!:', ::2.2;';:i22,'''J',:- !;24;.22:2. .fi, ':4:,'''''. 2'.A2.2.‘', ' 2.'s:.,f ,t•2;',72'ir- l'-2112ZI2 1 2'--;:".21..'';".1 '41';'''2.2;t;:::','.:2:-':''.:2'2:'...:2,;2.!;;;..:2',:'1-..-1" 4:,
I
ti'll'.'"'-----1::;:;122; r'r:','"!.: liT'7;,2,2;:;:" itt?4'221 -, . 4243. iti I '242?",',.;,":2-;;,i*'1 T.2'21:C'''- '2'k':-..—.T.-‘::1,'i.. ;,-i2 .,,,•-::„+:f-,'
10
:3:..
.'-',. ,',.11,':', :,,i1.24:;_',..",',-,-11:-;.--. '-',.i:i•''--. i""::::?:<-,Ct (p...
':.':-'1.:‘..7..?'
2Z7i:.‘::- i ii:.!,,fKV.;',:.;',..1:1,•%',73.f.,.:'"';It,i4
w'',tt'.:',.:"',,.-•'',"'f':•.z.. ;.';t,"': '.-;" ft'S,,t? V' : -4,iit-,N*4 '4.'''' i l'.'; ',;,!1."'.1 ilr.:-..,`"t':',Y,.;+-;.:,:,.i,t.''..1..11 L:'!4.,...:i..3 fl'..'
*4.•'''t''..'''''1.:4=';'1' k''''te",i;?4' t'l.':! ';•WittiAteti")."l'''' ' ' ; 1 i''.'.',..'. '1 Y?".':r:'-''''''''f:'-',''; ':-,'" '...:A,',:f3.-A.'-i-...
it.:-*---:,--:!..:.:., .:i',:tii..-,1 r.p..1!,...',-: i';',e.: I l'tv,41',,-.11.4_•44,44: g -,:",.." , i',. L :-__'.—'..7:„.,,' ,' •:.*.'-';'i_s_:,,' ,_„....•Y!te.f,y
:';'7',::!S':''7,, it';1 fr';''''':•;:fi.!.;: 1::'-',.,:1._,1„ ,",.....
I1422• '2 2-, 2' 2":„22,
22, ,: 2-., ,,,,,,, ,2, ' ...'..:,;?:,.221:4
77777:7Tany,--7-7-7"111::: ,,__,, :",-,:;'' '-',, ;:,.:,: -:.'.',,:, ,', , ',;.,,:;-,:--iz,
.-, ' 1 ''- . - ".,_,-, ..=.',.'`,.. 1, ' :,•::,,''.1.:,,',.,-.. -,,-...74...,!!"
;:'„;, i,,,, , :2',,E 1,
_ , .,
„,. . . ,,, .
. . .1-2'2 „-,„2,22-22.ii,2422,1
Y;-.''2.17';2".2;',::,1::::::::-.:7;.2.'.2;-'::."'::'.:-''''...--,:-?"2.:. 2' 2,,, miik.)
,, -'::-;'2-,:2:.',2,?"22:42.:::‘:''2-'- '2:2; 22'2''.'”; ':?.:>:.„-::,,.'..",".2.:.,!.,-, ,:„,,,,,,„,,,,,,
1::: "2 .- ,-..,22',„,,,,::",2; ",: ;„",, :',:''.-' '222:..2-2' 22:2:;--,27,2.:,-2,222'
,t2,',,,:'' .- ':":2,„'„2„",;:,, -:2;„.2:.:..,'.2.2.•Y.":222:',,,:22..22:;i2t*:44:21.1:,
k,'.,t-X.Ifilt•1
..A.
l47ViNi '''.'-,'''''i:414,V4r,i'f'-‘
4,,F.c:tteof-ziP'-",-.',--1,•,,,,tx,kg-gIV:
.4*.c4/1414;:,,:-,10:,.'
.Zti...; .,4.
.,-....,.- . ,i41-4,14,44 ---:.V,1,4,-.,z'
__,....
.f.s:;,..',,,..e.;..,-.40 ,,,,,J,4r
'-,:j'::',.'13.2'-li;11:-...1,1:5?'.4:V.4;!:;i1
)
. -
.,,;:,,,,-.,:: :;,,, ,,f;...,11;-,:if,..:-!,
'',.)I'',-.'','':-...-,'11-,i'..c-'71,,,,,A t,:;*:it:•Ti''''',,IL=
-)rf.,,'• '. :' -, -' --f.,—-..,'
.4'.;•:.;-",,',': '---',.',.-.-;-.•,-' ,-
. _ . .
.,
,,,,' . .),, -' . •..--..,-
-.'
v*‘'-
;,
.,„„c--.,-:: _ k 1.-,,,..•.-t-;;,,,,,,,:-,0,;‘,:---..,,.. . - -
r PI
Y
•410. 1N'4
Z X
..77.....,_...___„-z,'-'0' *'''''' ''..-Ns.,--11 '_,-----.4i,- -_- _
41111lSio.
*yam .
-•'' .<4- -4 k
I.
,, 1, „:,,,,_.:.,
•
n
4.
Envelope Only Solution
JACOBS SK- 1
KG Agilyx_Shredder Stand Feb 23, 2017 at 2:26 PM
25PW3020 Shredder Suppt Case 2.r3d
Y
10.
Z %0 X ,^
110
‘
26
E
10
X15
Ilk 4176
N22
.11
f
4.
'i.N20
5
2
112
N_
E
..,7
t
44co
0
2
43
44
Envelope Only Solution
- JACOBS SK-2
KG Agilyx_Shredder Stand Feb 23, 2017 at 2:27 PM
25PW3020 Nones & Members Shredder Suppt Case 2.r3d
Y
40
1►
2 X 22
5
Hsss+3
x3
U,
U,
= 10
c4°'a
22
y9
X26
411
n 20
U,
2 =
4112
7
h
rn
S
° 418
N
N
f�A'3
Envelope Only Solution
JACOBS SK-3
KG Agilyx_Shredder Stand Feb 23, 2017 at 2:27 PM
25PW3020 Shredder Suppt Case 2.r3d
Y
•
Z X -'
•1 �,
Iii1
'• 0
-.33k/ft - SAI J ISI
ar
r� 1
i✓
-.33k/ft 00
Ola
IIA•,�
•
•. 000 too
-.17k/ft 1101
1 Il
•.17k/ft J
.111
•
•
Loads:BLC 2,DL_Equipt(Op)
Envelope Only Solution
JACOBS SK-4
KG Agilyx_Shredder Stand Feb 23, 2017 at 2:28 PM
25PW3020 Shredder Suppt_Case 2.r3d
Y
41*
41►
/
Z X 1 �
01
-.96.
.4‘
Loads:BLC 3,EOX
Envelope Only Solution
JACOBS SK-5
KG Agilyx_Shredder Stand Feb 23, 2017 at 3:56 PM
25PW3020 Shredder Suppt Case 2.r3d
Y
0-4
04%
•
Loads:BLC 4,EQZ
Envelope Only Solution
- JACOBS SK-6
KG Agilyx_Shredder Stand Feb 23, 2017 at 3:56 PM
25PW3020 Shredder Suppt Case 2.r3d
I� RI
Company : JACOBS Feb 23,2017
9a M RI Designer : KG 325 PM Company JACOBS Feb 23,2017
ISA
Job Number : 25PW :
3020
Checked By: tliBRISA
DoebiNme : 2GPW3020
3:25 PM
TEC
Checked
By:xnx oc rs Model Name q it x_Shredder Stand TECHNOLOGIES Model Name : Agilyx_Shredder Stand _
Basic Load Cases
BLC Descdotion Category X GravityY Gravity Z Gravity Joint Point Envelope Joint Reactions
1 DL DL Distributes Area(Memberl Sudace(Pie
1
kJ LC MX 0.40 LC MY lk-ttl I C M7 jk-ftl I C
2 DL. aiiot(Op) DL 4 . ,.. 1 N3 max 0 ".23 123 24 2 24 0 7
3 EQX ELX -.22 2 min 0 _ 0` 7 0
7 0 7
4 EOZ. ELZ 1 3 N4 max24 23 26. 21:;:;'247 0 7 .
,. . .21 24 0 7
22' 1 .19 24 2.2 26 0 7 0
4 min -23 27 -89 23 -22 pp7 0' 7 0 7' ,0: 7
5 N7 max 2,17 21 5 21 .68 X22 0 7 0 7 D 7
Joint Loads and Enforced Displacements(BLC 3:EQX) '6 'min'4'=2 28 5 }.28'• -.66 '2�' 0` 7 , ''O 7 r' 0 7
7 , N8 max .04 23 . 6"" 26 .65 22 0
Joint I abet Direction �: 7 0 7 0 7
1 I N29 I I L M I X JNegniku(-[(k k-hl(in.adt(k s^2tft.. 8 min -.04' 26 -:65 23 -.63 `:'29 ."0 '7 : 0 '7' '0" ,:7:';
-95 I 9 N11 max 07 23 1.84 22 .2 24 0 7 0 7 0 7
10 loiri -.09 I` -.28 ,29.... -21....27 ' ,,0,,, 7 ., 0 :1'7,, 0 .,:;7._.
Joint Loads and Enforced Displacements(BLC 4:EQZ) 11 N12 o7 r
3.17 26 .19 24 0
•' .., .l/ . ., ..^ 12 =08 .. 26 '-1.07 23' -21 <•27 0 7 0 7
1 N29 '�•
p. 7`: D 7u
L Z ,s ,- .95 �- Totals' max 21 21 69a 7 1 24
14 , min '-2.12 '28 '3:77' '24 2;. 27
Member Distributed Loads(BLC 2:DL Eauipt(Op))
Material Takeoff
Member Label Direction Start Maonitude[kl(t Ft Fnd Megnilsde[IvifLF1 Start Locatioi[ft%) End I ocation[ft%1
1 M13B Y -33 Material Sipe
2 M15 ` 0 0 Pieces La Ih
Y` 33' .33. 0 1 General ro Ut] Weight[K1
3 M12A Y -.17 -.170
4 M14 Y ' -.17` ....-.17 ' '00 0 :, 3 Total General 6 23.9:. 0
5 Hot Rolled Steel
Load Combinations
6.„, ... _A4, 6 C4x7.2 • 1 11. 0
• Description 7 mak+ C5x9 6 20 9 2
1 DL S P,.S BLC Fe BLC Fa BLC Fa BLCFa BI C Fa..B.Fa BLCFa B Fa B Fa B Ea 8 A36' C3X5 4 14.7 • 6 0 ,
Y 1 1 9 A500 HSS3x3x3
3 D�EEQX((OG) Y 2 ,1 10 A500 HSS6z3x3 74.
2
4 EQZ' Y 3 1 11 Total HR Steel 19 • 0
69.3 .5
5
6 Load Combinations , r i , I.
7 1.4DL Yes Y L1 1.4 L2 1.4
8,.. 1.2DL+1.0EQX+'0.5LL y , 1 1'134 1 21.34-1 3 1 ,
9 1.2DL+1.OEQZ+0.5LL Y Li 1.34 L2 1.34 L4 1
10'..'.0.9DL+'COEOX" Y LS:76 L2..76"L3 1
11 0.9DL+1.OEQZ Y Lt .76 L2 .76 L4 1
12
13 1.2DL-1.OEQX+0.5LL Y L1 1.34 L2 1.34 L3 -1
14 12DL-1.OEQZ+0.5LL Y.. Lt'1:34 L2:1,34'L4' -1
15 0.9DL-1.OEQX Y L1 .76 L2 .76 L3 -1
•16 '0.9DL-1 OEQZ • ''' Y 11 76 L2'.76 L4 -1
17
'18 DL+DL_Equipt'(Op) Y L1 '+1`:L2 '1' '
19
20 Combos with°maga'(=2)E..
21 1.2DL+2.OEQX+0.5LL Yes V L1 1.34 L2 1.34 13 2
22' 120La`2.0EQZ+05LL-Yes V L1 134 L2 1.34;L4'+.2 "'
23 0.9DL+2.OEQX Yes V 11 76 L2 76 L3 2
24 .`_'0.9DL+2:OEOZ •Yes y' '1Li'.:76 L2.'76"L4 2 '
25
'26 ''1:2DL-:2:OEQX'a0.5LL Yeey Li.1:34 L2 1.34::L3 -2
27 1 2DL-2.OEQZ+O.5LLYes Y Li 1.34 L2 1-34 I -2
28 t0.9DL-:2.0EQX . Yes Y- 1 1`:76 L2 :76"L3 -2 ' c .', ...:
29 0.9DL-2.0EQZ Yes Y L1 76 L2 76 14 -2
RISA-3D Version 14.0.1 [G:\...\...\...\Agilyx\25PW3020_Styrene Cony\Shredder Suppt_Case 2.r3d] Page 3 RISA-3D Version 14.0.1
[G:1...1..1...1Agilyx\25PW3020 Styrene ConvlShredder Suppt Case 2.r3d] Page 4
t�
. tea Company JACOBS Feb 23,2017
Designer KG 3:25 PM rsr Company JACOBS Feb 23,2017
PM
TECHNOLOGIE
Job e N aer : 25PW3020 Checked By:_ gll Designer KG 3:25 ke
Model Name AgiynLShredder Stand Iry t' Job Number : 25PW3020 Checked By:__
TECHNOLOGIES Model Name : Agilyx_Shredder Stand
Joint Coordinates and Temperatures Member Primary Data(Continued)
1 abet I Joint J Joint K Joint Rotate(den)Section/Shape Tvoe Desion List Material Design Rules
1 Nel 811 ylN lft) ramp lFl Detach From Diaohr. 15 M1R N19 N17 V61 Brar hanne A'i Tvmr r
2 • N1 4.125 8,73 0 17 M18 N2O N18
3,6 4.125 8:73 0 ' N 1
VB1 VBrace .Chane A36 Typical
3 N3 Al 0 8.73 0 C4 Beam Charm' A36 Typical
'18 +M18A -.N223 180 C4 Beam "Channel- A36 Typical'
5 N5 1.35 4.125 4.63 0 19 M19 N25 N26 C. am_ Channel A36 Typical
:5 N6 1.35 4:125 •20• ' M20 •N29 `PN1 :RIGID None =None RIGID" Typical
463
7 N7 308 0 0 • 21 M21A N29 N?
7 N7 4.63 0 • ,. .'N29. N5 RIGID None None RIGID Typical
22' M23RIGID None' None RIGID' Tvnical
p 23 M23 N29 NB
9 N9 () 4,125 0 0 24 RIGID None None RIGID Typical
10 N10- 4.5 4475 `•M24 `'N?9: Ng
0 0. RIGID None ° .'None RIGID' '.Typical
11 Nil 0 0 25 M?5 N29 N1O
12 N12- 0 0 RIGID None None RIGID Typical
iO
.
135 4175 8,73 0
13 N13Hot Rolled Steel Design Parameters
14', _ N14,. 3.08 . 4:125 8:73': a:.0.
15 15 N15 "1 35 4.175 0 0 I abel Shope I engih[fi] I bwfftl Lbz74.91 Lcomg leprit Lcomo aotrfll L-Iorou. Km Kzz Cb Function
'N16..
3:08' 4'125 0 0 1 M11 HSS 6x3 2.79 Lbw
17 N17 2 M12 Column.- .'4;13 Latera
1.35 4.125 6 47 0
• 18 N18 3 M13 Column 4.13 Lstem
3108 4125 : 0
19 N19 6.47... Latera
1.35 2.285 4.63 0 4 M21 ' olu 4:93 • '
20 N2O' 5 M6 Column 4.13 Latera
:3:08. :2.285 4:63: 0
21 N21 1.35 4.125 4,0.5 6 M7 Column :4,'13 Latera
22 • ' `:N22 0 7 M9 HSS 6x3 4.5 Latera
31O8 4125 4:05 0 Lbvv Latera
23 N23 135 4.125 4.82 0 8 M7O Column' 4.13'
24 ' 'N24 • 9 M11A Column 4.13 Later.
3 08' 4.125
25 N25 1.35 4.125 458 0 10' .M13A VOl 4''47 Latera
.21 N26 - `3:08 -4125 11 M12A CS 4.1 : ".:: :Lofene
58:... 0
27 N29 1.75 5.58 3.75 0 12 M13B C5 4163 Lbyv Latera
•Lbyy Latera
13 M14 C5 4.1 Lbvv Latera
14- ..M15 C5 ,. ,:4:63' .I byy 1(atera.
Joint Boundary Conditions 15 M16 vel 2.6 Latera
16' '•M17' ':VB1 2:6
Joint Label X OM Y Ihrinl Z Odin' X RoLfk-Nmd1 Y RoLlk-Nmdl 7 Rotik-fllradC5 1.73 l 17 M18 ": Latera Latera
_1 Na Reaction Reaction Reaction Lbvv
2 N4 :•action ' Reaction'' Latee
3 N7 Reaction Reaction Reaction 19 M19 C5 173 Lbyy Latera
4 Na' "'Reaction. Reaction Reaction
5 Nil Reaction Reaction Reaction Hot Rolled Steel Properties
'6 - .'.N12 - Reaction `Reaction "°Reaction
Label F(ksi] G[call Nu Therm(11E Density(k/ft. YIeld[ksil Ry Fufksl] RI
1 A992 29000 11 54 .3 .65 .49 50 ' 1 5b 1 2
Member Primary Data 7 • A36 29000"`'11 154• 3 G5 d49 36 5 58 "1:2
I abel I Joint J Joint K Joint Rotate(den)SectlonWShann Tone Deninn I NI Material onion Rules 3 A5OO 29000 11 154 .3 .65 .49 46 '.4 5t 1.3
1 M11 N2 N1 HSS 6x3 Beam Tube A5OO_ Typical
2 ' M12 -N1 > Na . `90"`• ''Column• Column SgnereTube •A5O0 Typical`:'= Hot Rolled Steel Section Sets
3 M13 N2 N4 90 Column Column Square Tube A5O0 Typical
4 `M21 N7 N4 -VR1': CVBraceolumn Channel' A36. Typical::' Lal snaee r n ign n
5 M6 N5 N7 90 Column Column Square Tube A5O0 Tvnical Un21' .Gn91 I 11 Gn41
1 HSS 6x3 HSS6x3x3 Beam Tube A5O0 Typical 2 93 4.55 13.4 11.1
6 M7' N6 N8 90 Column Column Squgfe:Tube•A500" Typical 2 C5 . C5x9 'Beam Channel ' A36 Tyoica 2.64 62"''889 '.11'
7 M9 N1O N9 HSS 6x3 Beam Tube A500 Tvnical 3 C4 C4x7.2 Beam Channel A36 Tvotca 2.13 .42 4.58 .08
8 M10' N9 ' 'N11 90 :' "Column Column Sauare-Tube sA5OO'" :
JACOBS Subject � 47O1( Project zs�/�w.,3 -1 U
s---_,+4.4_,==.01)&„
' 1)L Sheet No. of
Authored by le-4 Date 0 f( Checked by Date
4-f.) C44--sit._4--y-f 61.7-rt
w/ ....a„ t a,0
, -- z. ,e
c iE /9,244---i r moi/)u r T sai f`°na A- mo=o ,
- Li <7 r cir 1: (2)7,,2 w �; 4,1 i ..► citi.tet 1.:. g" Vii"'
fir.. di t-it till"- itli,2 41,o 4--he. *, r- A-41- m. C M
Company : JACOBS Feb 23,2017
RifiA Designer : KG 2:25 PM
Job Number : 25PW3020 Checked By:
TECHNOLOGIES Model Name : Agilyx_Shredder Stand
w/ - 2 0 = .'2.Q
Envelope Joint Reactions
Joint X ikj LC Y[kl LC Z[k] LC MX[k-ft] LC MY[k-ft] LC MZ[k-ftl LC
1 N3 max 0 26 1.47 27 .2 24 0 7 0 7 0 7
2 min 0 23 .23 _ 24 -.21 27 0 7 0 7 0 7
3 N4 max .19 24 2.2 26 .21 24 0 7 0 7 0 7
4 min -.23 27 -.89 23 -.22 27 0 7 0 7 0 7
5 N7' max 2.17 21 5.67 21 .68 22 0 7 0 7 0 7
6 min 411 ` 28 476 .. 28 - .66 29 0 7 0 7 0 7
7 N8 max .04 23 2.36 26 .65 22 0 7 0 7 0 7
8 min -.04 26 -.65 23 -.63 29 0 7 0 7 0 7
9 N11 max .07 23 1.84 22 .2 24 0 7 0 7 0 7
10 min -09 26 .28 29 -.21 27 0 7 0 7 0 7
11 N12 maxi .07 23 3.17 26 .19 24 0 7 0 7 0 7
12 min -.08 26 -1.07 23 -21 27 0 7 0 7 0 7
1 13 Totals: max 2.12 21 6.94 7 2.12 24
14 min -2.12 28 3.77 24 -2.12 27
RISA-3D Version 14.0.1 [G:1...1...1...\Agilyx\25PW3020_Styrene Conv\Shredder Suppt_Case 2.r3d] Page 1
rift
Company : JACOBS Feb 22,2017
11 I
Designer KG 5:00 PM
Job Number : 25PW3020 Checked By:
TECHNOLOGIES Model Name : Agilyx_Shredder Stand
Joint Reactions "A/43/43 " 2, 0
LC Joint Label X fkl Y fkl Z fkl MX fk-ftl MY fk-ftl MZ fk-ftl
1 28 N3 0 .77 0 0 0 0
2 28 N4 .19 1.84 -.02 0 0 0
3 28 -2.1 ._N8 -3 75 .03 0 0 0
4 28: -.04 1.x$9 -02 0 0 0
5 28 N11 -.08 .43 .02 0 0 0
6 28 N12 -:08 2.59 -.03 0 0 0
7 28 Totals: -2.12 3.77 0
8 28 COG(ft): X:2.22 ; Y 4.03 Z: 3.76
RISA-3D Version 14.0.1 [G:\...1...1...1...125PW3020_Styrene Conv\Shredder Suppt_Case 2 - Page 2
cii-
-un.-rI
www.hilti.us Profis Anchor 2.7.2
Company: Jacobs Engineering Page: '
Specifier: KG Project: Agilyx-Shredder
Address: Sub-Project I Pos.No.: 25PW3020
Phone I Fax: I Date: 3/7/2017
E-Mail:
Specifier's comments:
1 Input data N4 ,,t-
Anchor type and diameter: HIT-HY 200+HAS B7 1/2
.x+
Effective embedment depth: hetact=6.000 in.(het,!;mlt=-in.) HO.Ha MI 200 '"""
Material:
Evaluation Service Report: ESR-3187
Issued I Valid: 11/1/201613/1/2018
Proof: Design method ACI 318-11/Chem
Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in.
Anchor plate: Ix x I„x t=4.000 in.x 6.188 in.x 0.500 in.;(Recommended plate thickness:not calculated
Profile: Square HSS(AISC);(L x W x T)=3.000 in.x 3.000 in.x 0.250 in.
Base material: cracked concrete,3000,fc'=3000 psi;h=8.000 in.,Temp.short/long:32/32°F
Installation: hammer drilled hole,Installation condition:Dry
Reinforcement: tension:condition B,shear.condition B;no supplemental splitting reinforcement present
edge reinforcement:none or<No.4 bar
Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d))
Shear load:yes(D.3.3.5.3(a))
Geometry[in.]&Loading[Ib,in.lb]
Z
o wt0
0
20`
4.5 ---1 1
15* �� ----
r---------- O 21100
r
+i4,f h 1:
\ :,,,,A,V.--iilt -'-'t.!,-;;;:t4,?tM'-..._
X
ter' .t-,-e ' " k-:i" 'X z r �'P "s.67
- `s ".Tb 4n`c �t�4 ,.�z. £ �. „C'
^mom L,Sl.t�r(i'R' y Q'T`Y' ,i' ._-1 t, �.1
yr
x
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
,f'1k
l-uua.TI
www.hllti.us Profis Anchor 2.7.2
Company: Jacobs Engineering Page: 2
Specifier: KG Project: Agilyx-Shredder
Address: Sub-Project I Pos.No.: 25PW3020
Phone I Fax: I Date: 3/7/2017
E-Mail:
2 Load case/Resulting anchor forces
nY
Load case:Design loads " 1
Anchor reactions[Ib]
Tension force:(+Tension,-Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 1875 1050 0 1050
2 1875 1050 0 1050 0 .x
max.concrete compressive strain: -[%o] Tension
max.concrete compressive stress: -[psi]
resulting tension force in(x/y)=(0.000/0.000): 3750[lb]
resulting compression force in(x/y)=(0.000/0.000):0[Ib]
02
3 Tension load
Load Nua[Ib] Capacity}N„[Ib] Utilization QN=Nua/4 N„ Status
Steel Strength* 1875 13301 15 OK
Bond Strength** 3750 5170 73 OK
Sustained Tension Load Bond Strength* N/A N/A N/A N/A
Concrete Breakout Strength** 3750 8339 45 OK
*anchor having the highest loading **anchor group(anchors in tension)
3.1 Steel Strength
Nsa =ESR value refer to ICC-ES ESR-3187
Nsa Nua ACI 318-11 Table D.4.1.1
Variables
Ase,N[In•2] futa[psi]
0.14 125000
Calculations
Nsa[lb]
17735
Results
Nsa[lb] steel t Nsa[lb] Nua[Ib]
17735 0.750 13301 1875
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
r 4
Nil--i
www.hilti.us Profis Anchor 2.7.2
Company: Jacobs Engineering Page: 3
Specifier: KG Project: Agilyx-Shredder
Address: - Sub-Project I Pos.No.: 25PW3020
Phone I Fax: I Date: 3/7/2017
E-Mail:
3.2 Bond Strength
Nag =(ANO)V ec1,Na V ec2,Na V ed,Na V cp,Na Nba ACI 318-11 Eq.(D-19)
0 Nag >N. ACI 318-11 Table D.4.1.1
ANa =see ACI 318-11,Part D.5.5.1,Fig.RD.5.5.1(b)
Alva =(2 cNa)2 ACI 318-11 Eq.(D-20)
CNa =10 da 1100 ACI 318-11 Eq.(D-21)
1
V ec,Na= (/+eN)5 1.0 ACI 318-11 Eq.(D-23)
cNa
V ed,Na=0.7+0.3(G�Nan)5 1.0 ACI 318-11 Eq.(D-25)
V cp,Na=MAX( min,cGac0)5 1.0 ACI 318-11 Eq.(D-27)
cac
Nba =7,.a-t k,c'GN,seis•1t•da•her ACI 318-11 Eq.(D-22)
Variables
t kc,uncr[psi] da[in.] her[in.] ;Jain[in.] T Kc[psi]
2261 0.500 6.000 18.000 1141
ec1,N[in.] ec2,N[in.] cac[in.] X a ctN,seis
0.000 0.000 16.325 1.000 0.750
Calculations AN . �
cNa[in.] ANa[!n 2] Awes[in?] V ed,Na
7.136 267.90 203.68 1.000
V ec1,Na V ec2,Na V cp.Na Nba[Ib]
1.000 1.000 1.000 8062
Results
Nag[lb] 4)bond 4)seismic 4i nonductile 0 Nag[Ib] Nua[Ib]
10605 0.650 0.750 1.000 5170 3750
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilt)is a registered Trademark of Hilti AG,Schaan
spy.av
M11 :111'1
www.hilti.us Profis Anchor 2.7.2
Company: Jacobs Engineering Page: 4
Specifier: KG Project: Agilyx-Shredder
Address: Sub-Project I Pos.No.: 25PW3O2O
Phone I Fax: I Date: 3/7/2017
E-Mail:
3.3 Concrete Breakout Strength
Ncbg =(ANco)V ec,N V ed,N V c,N V cp,N Nb ACI 318-11 Eq.(D-4)
(I) Ncb9'Nua ACI 318-11 Table D.4.1.1
ANC see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b)
ANco =9 het ACI 318-11 Eq.(D-5)
1
V ec,N = 1 +2 eN <_1.0 ACI 318-11 Eq.(D-8)
3 het
V ed,N =0.7+0.3 �amin <1.0
1.5ha{) ACI 318-11 Eq.(D-10)
V cp,N =MAX Gar,. I.bac f
5hef)c 1.0 ACI 318-11 Eq.(D-12)
Nb =kc X a"SIT
fiefs ACI 318-11 Eq.(D-6)
Variables
her[in.] ec1,N[in.] ec2,N[in.] ;Ain[in.] t
6.000 0.000 0.000 18.000 1.000
bac[In.] kc A.a fc[psi]
16.325 17 1.000 3000
Calculations
ANC[in.2] ANco[in•2] V ecl,N V ec2,N V ed,N V cp,N Nb[Ib]
405.00 324.00 1.000 1.000 1.000 1.000 13685
Results
Ncb5[Ib] concrete 4)seismic 41 nonductile 4) Ncb9[Ib] Nua[Ib]
17106 0.650 0.750 1.000 8339 3750
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilt is a registered Trademark of Hilti AG,Schaan
FIIIl.T1
www.hilti.us Profis Anchor 2.7.2
Company: Jacobs Engineering Page: 5
Specifier: KG Project: Agilyx-Shredder
Address: Sub-Project I Pos.No.: 25PW3020
Phone I Fax: I Date: 3/7/2017
E-Mail:
4 Shear load
• Load Vua[Ib] Capacity 4 Vn[Ib] Utilization Rv=Vaal+V5 Status
Steel Strength* 1050 4842 22 OK
Steel failure(with lever arm)* N/A N/A N/A N/A
Pryout Strength(Bond Strength controls)** 2100 14847 15 OK
Concrete edge failure in direction y+** 2100 7972 27 OK
*anchor having the highest loading **anchor group(relevant anchors)
4.1 Steel Strength
Vsa =av,seis(0.6 Ase,v futa) refer to ICC-ES ESR-3187
4. Vsteel>Vua ACI 318-11 Table D.4.1.1
Variables
Ase,v[in.2] fat.[Psi] aV,seis
0.14 125000 0.700 10640
Calculations
Vsa eq[Ib]
7450
Results
Vsa.eq[Ib] 4t steel rit Vsa[Ib] Vua[Ib]
7450 0.650 4842 1050
4.2 Pryout Strength(Bond Strength controls)
Vcp9 =kcp[(AN.
N o)W ec1,Na W ec2,Na tV ed,Na W cp,Na Nba, ACI 318-11 Eq.(D-41)
4, Vcpg>Vua ACI 318-11 Table(D.4.1.1)
ANa see ACI 318-11,Part D.5.5.1,Fig.RD.5.5.1(b)
ANaO =(2 CNa)2 ACI 318-11 Eq.(D-20)
cNa =10 daT uncr
1100 ACI 318-11 Eq.(D-21)
1
W ec,Na= (i� etJ)
S 1.0 ACI 318-11 Eq.(D-23)
W ed,Na=0.7+0.3(c—'nin)<_1.0 ACI 318-11 Eq.(D-25)
na
W cp,Na=MAX(Efsmin OCNa)c 1.0 ACI 318-11 Eq.(D-27)
ac ac
Nba =k a'T k,c'aN,seis.71'da'het ACI 318-11 Eq.(D-22)
Variables
kcp T k,c,uncr[psi] da[in.] he[in.] ca,min[in.] T k,c[psi]
2 2261 0.500 6.000 18.000 1141
em.N[in.] ec2.N[in.] cac[in.] X a aN,seis
0.000 0.000 16.325 1.000 0.750
Calculations
0Na[in.] ANa[in.2] ANao[in.2] W ed,Na
7.136 267.90 203.68 1.000
1V ec1,Na W ec2,Na W cp,Na Nba[lb]
1.000 1.000 1.000 8062
Results
V599[Ib] m concrete 4)seismic 4)nonductiie f Vcpg[Ib] Vua[Ib]
21209 0.700 1.000 1.000 14847 2100
Input data and results must be checked for agreement with the existing conditions and far plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG.Schaan
s'It 2 2-
I■41II.T
www.hilti.us
Profis Anchor 2.7.2
Company: Jacobs Engineering Page: 6
- Specifier: KG Project: Agilyx-Shredder
Address: Sub-Project I Pos.No.: 25PW3020
Phone I Fax: I Date: 3/7/2017
E-Mail:
4.3 Concrete edge failure in direction y+
Av
Vcbg — (p`V 9)W ec,V V/ed,V W c,v W h,V W parallel,V Vb ACI 318-11 Eq.(D-31)
4t Vcbg>Vua ACI 318-11 Table D.4.1.1
Avc see ACI 318-11,Part D.6.2.1,Fig.RD.6.2.1(b)
Avco =4.5 Caf ACI 318-11 Eq.(D-32)
(..1
1 \ <_W ec,v = + 2ev t 1.0 ACI 318-11 Eq.(D-36)
3cal/
If ed,v =0.7+0.3(4.-.)c 1.0 ACI 318-11 Eq.(D-38)
V h,v = 1.5Ca�?1.0
ha ACI 318-11 Eq.(D-39)
la.z �
Vb =(7(d/ 171.) '
)x a 1�C Cal ACI 318-11 Eq.(D-33)
a
Variables
cal[in.] ca2[in.] ecv[in.] W c,v ha[in.]
12.000 18.000 0.000 1.000 8.000
la[in.] A,a da[in.] rc[psi] IV parallel,V
4.000 1.000 0.500 3000 1.000
Calculations
Avc[in.2] Avco[in.2] IV ec,V lV ed,V 4f h,V Vb[Ib]
288.00 648.00 1.000 1.000 1.500 17082
Results
Vcbg[lb] 4)concrete 4)seismic 4)nonductile tit Vcbg[Ib] Vua[lb]
11388 0.700 1.000 1.000 7972 2100
5 Combined tension and shear loads
RN pv Utilization pN,V[°70] Status
0.725 0.263 5/3 70 OK
RNV= 3V +I+V<=1
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)20032009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
r�}a2
11.111111161111.1 I
www.niltl.us Profis Anchor 2.7.2
Company: Jacobs Engineering Page: 7
• Specifier: KG Project:Pro
Address: j Agilyx-Shredder
Phone I Fax: Sub-Project I Pos.No.: 25PW3020
E-Mail: Date: 3/7/2017
6 Warnings
• The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(ETAG 001/Annex C,EOTA TR029,etc.).This
means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be
sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Anchor calculates the minimum required anchor plate
thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid base plate assumption
is valid is not carried out by PROFIS Anchor.Input data and results must be checked for agreement with the existing conditions and for
plausibility!
• Condition A applies when supplementary reinforcement is used.The*factor is increased for non-steel Design Strengths except Pullout Strength
and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to
your local standard.
• Design Strengths of adhesive anchor systems are influenced by the cleaning method.Refer to the INSTRUCTIONS FOR USE given in the
Evaluation Service Report for cleaning and installation instructions
• Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard!
• An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-11 Appendix D,Part D.3.3.4.3
(a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,the
connection design(tension)shall satisfy the provisions of Part D.3.3.4.3(b),Part D.3.3.4.3(c),or Part D.3.3.4.3(d).The connection design
(shear)shall satisfy the provisions of Part D.3.3.5.3(a),Part D.3.3.5.3(b),or Part D.3.3.5.3(c).
• Part D.3.3.4.3(b)/part D.3.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding
at a load level corresponding to anchor forces no greater than the controlling design strength.Part D.3.3.4.3(c)/part D.3.3.5.3(b)waive the
ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a
non-yielding attachment.Part D.3.3.4.3(d)I part D.3.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to
equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by mo.
• Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors.Reference ACI 318-11,Part
D.9.1
Fastening meets the design criteria!
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
stt 2-v--
www.hilti.us
Profis Anchor 2.7.2
Company: Jacobs Engineering Page: 8
Specifier: KG Project: Agilyx-Shredder
Address: Sub-Project I Pos.No.: 25PW3020
Phone I Fax: Date: 3/7/2017
E-Mail:
7 Installation data
Anchor plate,steel:- Anchor type and diameter:HIT-HY 200+HAS 871/2
Profile:Square HSS(AISC);3.000 x 3.000 x 0.250 in. Installation torque:360.001 in.ib
Hole diameter in the fixture:df=0.563 in. Hole diameter in the base material:0.563 in.
Plate thickness(input):0.500 in. Hole depth in the base material:6.000 in.
Recommended plate thickness:not calculated Minimum thickness of the base material:7.250 in.
Drilling method:Hammer drilled
Cleaning:Compressed air cleaning of the drilled hole according to instructions for use is required
7.1 Recommended accessories
Drilling Cleaning Setting
• Suitable Rotary Hammer • Compressed air with required accessories • Dispenser including cassette and mixer
• Properly sized drill bit to blow from the bottom of the hole • Torque wrench
• Proper diameter wire brush
♦y
2.000 2.000
•
• 1
co
co
O
- La • x
•
02
coco
2.000 2.000
• •
Coordinates Anchor in.
Anchor x y c_x c.x c_ c
1 0.000 2.250 18.000 18.000 22.500 20.000
2 0.000 -2.250 18.000 18.000 18.000 24.500
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
r - 2..
I■11I1161711.1I
www.hilti.us Profis Anchor 2.7.2
Company: Jacobs Engineering Page: 9
Specifier: KG Project: Agilyx-Shredder
Address: Sub-Project I Pos.No.: 25PW3020
Phone I Fax: Date: 3/7/2017
E-Mail:
8 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and
security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly
complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.
Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to
compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the
regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use
the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case
by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or
programs,arising from a culpable breach of duty by you.
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 HIM AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
STRUCTURAL NOTES -STYRENE CONVERSION, AGILYX, TIGARD, OR
GENERAL
1. THE GOVERNING CODE IS THE 2014 OREGON STRUCTURAL SPECIALTY CODE (OSSC).
2. RISK CATEGORY II
A. IMPORTANCE FACTORS, I
SEISMIC—LFRS & NBS 1.0
SEISMIC-COMPONENTS 1.0
3. NEW CONSTRUCTION HAS BEEN DESIGNED FOR THE FOLLOWING LOADS, UNLESS
NOTED OTHERWISE:
A. DEAD LOADS
WEIGHT OF BUILDING MATERIALS
EQUIPMENT:
SCS SKID ASSEMBLY 20,000 LBS (OPERATING)
CONDENSERS 600 LBS (EA OF THREE)
SEPARATOR(STAGE 1) 1,891 LBS (EA OF TWO)
SEPARATOR(STAGE 2) 929 LBS 1 .3 r t,
HEAT EXCHANGER(SKID) 975 LBS r ' F.; r •
VENTURI SEPARATOR 550 LBSCs
DAME COOLER 1232 LBS
HEAT EXCHANGER(EXT.) 800 LBS
DUST COLLECTOR 1000 LBS it- 10011( '"1
SHREDDER ASSEMBLY 4950 LBS == -
VENTURI QUENCH SCRUBBER 770 LBS a O N �.
TARS TANK 970 LBS A ,474 r)-
OTHER
;.:. 14,
OTHER EQUIPMENT, AS NOTED ON DRAWINGS ^'=
ALL WEIGHTS NOTED ABOVE ARE OPERATING. ."<''? 444f X721/
B. LIVE LOADS K = 06120/20i
AREA UNIFORM PSF
PLATFORM 60
SKID 100
C. EARTHQUAKE DESIGN DATA:
LATITUDE/LONGITUDE =45.4272/-122.7589
SPECTRAL RESPONSE ACCELERATION PARAMETERS
MAPPED DESIGN
SS 0.974 SIDS 0.721
Si 0.423 5D1 0.444
SITE CLASS =D
SEISMIC DESIGN CATEGORY= D
ANALYSIS PROCEDURE, EQUIVALENT LATERAL FORCE METHOD
4. UNLESS NOTED OTHERWISE, MATERIAL AND DESIGN SPECIFICATIONS CITED HEREIN
SHALL BE THOSE CONFORMING TO THE VERSION OF THE APPLICABLE
SPECIFICATION OR CODE MOST RECENTLY ADOPTED BY THE PERMITTING
AUTHORITY. THESE STRUCTURAL NOTES ARE TO BE USED AS A SUPPLEMENT TO
THE AISC SPECIFICATIONS.
5. DIMENSIONS SHOWN ON THE SKETCHES ARE BASED ON EXISTING DRAWINGS
FURNISHED, AS WELL AS FIELD OBSERVATIONS. CONTRACTOR SHALL VERIFY
EXISTING CONDITIONS. REFER DISCREPANCIES BETWEEN OBSERVED CONDITIONS
1
AND THE CONTRACT DOCUMENTS TO THE OWNER OR ENGINEER-OF-RECORD FOR
CLARIFICATION PRIOR TO PROCEEDING WITH WORK IN THE AFFECTED AREA.
6. SHOP DRAWINGS:
SHOP DRAWINGS SHALL BE REQUIRED ON REINFORCING STEEL AND STRUCTURAL
STEEL,AND SHALL BE REVIEWED BY THE ENGINEER OF RECORD PRIOR TO
FABRICATION.SUBMIT ONE SET FOR REVIEW.
7. PRODUCTS AND MATERIALS USED BY THE CONTRACTOR SHALL BE APPLIED,
PLACED, ERECTED, OR INSTALLED IN STRICT ACCORDANCE WITH THE
MANUFACTURER'S INSTRUCTIONS.
8. PROVIDE SPECIAL INSPECTION IN ACCORDANCE WITH CHAPTER 17 OF THE OSSC
AND THE APPROVED STATEMENT OF SPECIAL INPECTIONS(SEE TABLE).
CONCRETE REINFORCING STEEL
1. REINFORCING STEEL FOR CONCRETE: ASTM A615, GRADE 60.
2. REINFORCEMENT THAT IS TO BE WELDED: ASTM A706, GRADE 60.
3. DETAIL, FABRICATE, AND PLACE REINFORCING STEEL IN ACCORDANCE WITH ACI
DETAILING MANUAL 315.
4. ACCURATELY AND SECURELY PLACE REINFORCING STEEL.
A. DO NOT BEND OR DISPLACE REINFORCING FOR THE CONVENIENCE OF OTHER
TRADES, UNLESS APPROVED BY THE ENGINEER OF RECORD.
B. SPLAY REINFORCING STEEL AROUND OPENINGS WITH 1" IN 10"SPLAY, UNLESS
NOTED OTHERWISE.
C. MINIMUM COVER FROM CONCRETE SURFACES TO REINFORCING STEEL,
UNLESS NOTED OTHERWISE:
EXPOSURE SIZE/LOCATION COVER
CONC. CAST AGAINST EARTH ALL 3"
CONC. EXPOSED TO EARTH #6 OR LARGER 2"
OR WEATHER #5 OR SMALLER 1-1/2"
CONC. NOT EXPOSED TO SLAB,WALL, JOIST 3/4"
EARTH OR WEATHER BEAMS &COLUMNS 1-1/2"
D. REINFORCING LAP SPLICES: ACI 318, CLASS B, UNLESS NOTED OTHERWISE.
E. REINFORCEMENT BARS: DO NOT TACK WELD,WELD, HEAT, OR CUT, UNLESS
INDICATED ON THE CONTRACT DOCUMENTS OR APPROVED BY THE ENGINEER
OF RECORD.
CAST-IN-PLACE CONCRETE
1. CONCRETE MATERIALS
A. CEMENT:ASTM C150 TYPE I/II
B. FINE AND COARSE AGGREGATES: ASTM C33
C. WATER: POTABLE
D. POZZOLANS:ASTM C618
E. ADMIXTURES
i. AIR ENTRAINMENT:ASTM C260
ii. CHEMICAL:ASTM C494, C1017
2. CONCRETE MIX
A. MIX AND DELIVER IN ACCORDANCE WITH ASTM C94
B. PROVIDE CONCRETE TO THE FOLLOWING CRITERIA:
LOCATION COMPRESSIVE MAX W/C MAX. REMARKS
STRENGTH fc RATIO AGGREGATE
SOG 4000 0.4 1 1/2"
FOOTINGS 4000 NR 1"
2
3. SAMPLES FOR STRENGTH TESTS SHALL BE TAKEN IN ACCORDANCE WITH ACI 318
5.6. TAKE AN ADDITIONAL SAMPLE AND CURE UNDER FIELD CONDITIONS BEFORE
TESTING DURING COLD WEATHER CONCRETING.
4. CONCRETE CYLINDER SAMPLING AND TESTING: CONFORM TO ASTM
SPECIFICATIONS. ACCEPTANCE OF CONCRETE SHALL BE GOVERNED BY THE
PROVISIONS OF ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL
CONCRETE". SUBMIT MIX DESIGNS,WITH COMPLETE STATISTICAL BACKUP, FOR
REVIEW.
5. CONCRETE MATERIALS, FORM WORK, MIXING, PLACING,AND CURING CONFORM TO
SPECIFICATIONS CONTAINED IN THE ACI 301 "SPECIFICATIONS FOR STRUCTURAL
CONCRETE".
6. CONCRETE FINISHING
A. SLAB-ON-GRADE:TROWELED FINISH FOR INTERIOR SLABS. MATCH EXISTING
AS A MINIMUM.
B. LIGHT BROOM FINISH FOR SURFACES EXPOSED TO THE ELEMENTS.
7. WHERE REQUIRED, BOND NEW CONCRETE TO EXISTING CONCRETE WITH "WELD-
CRETE", AS MANUFACTURED BY LARSON PRODUCTS CORPORATION, OR APPROVED.
AS A MINIMUM, ROUGHEN EXISTING CONCRETE SURFACES BY CHIPPING TO A
MINIMUM 1/4"AMPLITUDE TO EXPOSE COARSE AGGREGATE. PREPARATION AND
APPLICATION IS TO BE IN STRICT ACCORDANCE WITH THE MANUFACTURER'S
RECOMMENDATIONS.
POST-INSTALLED ANCHORS IN CONCRETE AND MASONRY:
1. POST-INSTALLED ANCHORS SHALL BE ACCOMPLISHED WITH AN ICC-ES APPROVED
ANCHORING SYSTEM. DO NOT CUT OR DAMAGE EXISTING REINFORCING STEEL
DURING DRILLING AND INSTALLATION OF ANCHORS. INSTALLATION SHALL BE IN
STRICT ACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTALLATION
INSTRUCTIONS AND THE APPLICABLE ICC-ES REPORT.
2. THREADED ROD ADHESIVE ANCHORS IN CONCRETE: CONSISTING OF ALL-THREAD
ANCHOR ROD, NUT WASHER,AND ADHESIVE SYSTEM.ANCHOR RODS SHALL BE
ASTM F1554 GR 36 ZINC PLATED PER ASTM B633 SC1 (INTERIOR CONDITIONS) OR
STAINLESS STEEL(EXTERIOR CONDITIONS) PER ASTM F593 CW1/CW2(EQUIVALENT
TO AISI TYPE 316), UNLESS NOTED OTHERWISE. ACCEPTABLE ADHESIVE SYSTEM IS
THE HILTI HIT-HY 200 ADHESIVE SYSTEM (ESR-3187)AS MANUFACTURED BY THE
HILTI FASTENING SYSTEMS, INC., OR APPROVED EQUAL.
STRUCTURAL STEEL
1. STRUCTURAL STEEL: SHALL CONFORM TO THE FOLLOWING MINIMUM REQUIREMENTS
UNLESS NOTED OTHERWISE IN THE CONTRACT DOCUMENTS:
MEMBERS STRENGTH SPECIFICATION
WIDE FLANGE &TEE SHAPES Fy=50 KSI ASTM A992
CHANNELS, ANGLES, PLATES Fy=36 KSI ASTM A36
HOLLOW STRUCTURAL SECTIONS Fy=50 KSI ASTM A500 GRADE C
RAISED PATTERN FLOOR PLATE NA ASTM A786
WELD FILLER METAL E70XX AWS D1.1
2. DETAILING, FABRICATION, ERECTION, IDENTIFICATION,AND PAINTING OF
STRUCTURAL STEEL:
A. AISC 303: CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES.
EXCLUDING SECTION 4.4.2.
3. STRUCTURAL STEEL FINISH: PROTECTIVE COATING SYSTEM FOR STRUCTURAL
STEEL SHALL BE IN ACCORDANCE WITH THE SPECIFICATIONS. AS A MINIMUM,
MATCH EXISTING COATINGS ON ADJACENT STRUCTURAL STEEL ELEMENTS. IF IN
DOUBT, CONSULT WITH OWNER'S REPRESENTATIVE OR ENGINEER OF RECORD.
A. WHERE INDICATED AS HDG: HOT-DIP GALVANIZED IN ACCORDANCE WITH ASTM
A123.ASSOCIATED CONNECTION MATERIAL SHALL BE GALVANIZED IN
ACCORDANCE WITH ASTM A123 OR A153.
3
4. WELDING SHALL CONFORM TO AWS D1.1: STRUCTURAL WELDING CODE-STEEL.
A. WELDERS SHALL BE QUALIFIED FOR THE WORK THEY WILL BE DOING AND
SHALL HAVE CURRENT AWS CERTIFICATIONS.
B. COMPLETE JOINT PENERATION GROOVE WELDS:
i. REMOVE RUN-OFF TABS AFTER WELD IS COMPLETE.
• ii. REMOVE BACKING BARS WHERE REQUIRED BY DETAIL.
iii. FILLER METAL SHALL HAVE A SPECIFIED CHARPY V-NOTCH TOUGHNESS
OF 20 FT-LBS AT+40°F.
5. HIGH STRENGTH BOLTS, MATERIAL,AND INSTALLATION: CONFORM TO THE
SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS ISSUED BY
THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS.
A. HIGH STRENGTH BOLTS:ASTM F3125 GRADE A325 TYPE 1.
i. INSTALLED TO A SNUG-TIGHTENED CONDITION IN STANDARD HOLES
WITH THREADS NOT EXCLUDED FROM SHEAR PLANES UNLESS NOTED
OTHERWISE.
ii. PRETENSIONED JOINTS, WHERE INDICATED: SHALL HAVE ALL BOLTS
INSTALLED WITH THE MINIMUM PRETENSION SPECIFIED IN THE
REFERENCED STANDARD.
iii. SLIP-CRITICAL CONNECTIONS,WHERE INDICATED: CLASS A FAYING
SURFACE WITH SLIP CHECKED AT FACTORED-LOAD LEVEL.
B. ALTERNATIVE-DESIGN FASTENERS: MAY BE USED ONLY WHEN APPROVED BY
THE ENGINEER OF RECORD.
i. THE FASTENER MANUFACTURER SHALL SUBMIT PRODUCT
INFORMATION AND INSTALLATION AND INSPECTION INSTRUCTIONS.
6. BOLT HEADS OR NUTS BEARING ON SLOPING FLANGES: INSTALL WITH BEVELED
WASHERS.
7. ERECTION AIDS SUCH AS BOLTS, CLIPS, SHIMS, SEATS OR ANY OTHERS REQUIRED
TO FACILITATE THE CONSTRUCTION ARE THE RESPONSIBILITY OF THE
CONTRACTOR TO DESIGN AND PROVIDE. ERECTION AIDS SHALL BE REMOVED AND
DAMAGED SURFACES REPAIRED WITH PROTECTIVE COATINGS TOUCHED UP IN THE
FIELD AFTER STEEL ERECTION.
8. BRACING SHALL HAVE A MINIMUM OF TWO BOLT CONNECTIONS, UNLESS NOTED
OTHERWISE. BOLT CROSS BRACING AT INTERSECTIONS WITH TWO BOLT MINIMUM
FOR WT AND ONE BOLT FOR ANGLES. PROVIDE FILLER PLATE BETWEEN CROSS
BRACES, AS REQUIRED.
9. REPAIR DAMAGE TO SHOP COATINGS BY FIELD WELDS, FLAME CUTTING, OR
HANDLING SHALL BE IN ACCORDANCE WITH THE SPECIFICATIONS.
10. HAND RAIL/GUARD RAIL: PIPE 1% STD, UNLESS NOTED OTHERWISE, FINISHED
SMOOTH AND NEAT.
11. PLATES SHALL BE BENT TRANSVERSE TO THE DIRECTION OF FINAL ROLLING.
NONSHRINK GROUT
1. CEMENTITIOUS GROUT:
A. NONSHRINK GROUT CONFORMING TO ASTM C1107. GROUT SHALL BE PRE-
PACKAGED, PRE-BLENDED, AND NON-METALLIC.
B. HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH AT 28 DAYS OF 8,000
PSI AND ALLOWABLE HEIGHT CHANGE PER ASTM C827, MAXIMUM =4%,
MINIMUM = 1%
C. ROUGHEN CONCRETE SUBSTRATE WITH A BUSH HAMMER TO A MINIMUM 1/4"
AMPLITUDE,WASH CLEAN,AND SATURATE WITH WATER FOR 24 HOURS PRIOR
TO GROUT PLACEMENT. REMOVE STANDING WATER PRIOR TO GROUT
PLACEMENT.
D. SURFACES IN CONTACT WITH GROUT SHALL BE FREE OF OIL, GREASE,
LAITANCE, AND OTHER CONTAMINANTS.
4
E. CUT BACK GROUT THAT IS ABOVE THE UNDERSIDE OF THE BASEPLATE TO
LOWER EDGE OF THE BASEPLATE AND TAPER DOWN TO THE CONCRETE
SUBSTRATE AT A 45 DEGREE ANGLE.
F. ANCHOR SLEEVES: GROUT PRIOR TO PLACING GROUT BENEATH BASEPLATE
ONLY WHERE REQUIRED.
G. STEEL SURFACES IN CONTACT WITH GROUT TO HAVE A SSPC-SP3 POWER
TOOL CLEANING
TABLE #1 - STATEMENT OF SPECIAL INSPECTIONS
REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION
VERIFICATION AND INSPECTION CONTINUOUS PERIODIC
1. MATERIAL VERIFICATION OF HIGH-STENGTH BOLTS, NUTS, AND WASHERS:
A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM
STANDARDS AND SPECIFIED IN THE APPROVED X
CONSTRUCTION DOCUMENTS.
B. MANUFACTURER'S CERTIFICATE OF COMPLIANCE
REQUIRED X
2. INSPECTION OF HIGH-STRENGTH BOLTING:
A. SNUG-TIGHT JOINTS X
B. PRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN-
OF-NUT WITH MATCHMARKING, TWIST-OFF BOLT OR
DIRECTION TENSION INDICATOR METHODS OF X
INSTALLATION.
C. PRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN-
OF-NUT WITHOUT MATCHMARKING OR CALIBRATED X
WRENCH METHODS OF INSTALLATION.
3. MATERIAL VERIFICATION OF STRUCTURAL STEEL:
A. FOR STRUCTURAL STEEL, IDENTIFICATION MARKINGS TO
CONFORM TO AISC 360. X
B. FOR OTHER STEEL, IDENTIFICATION MARKINGS TO
CONFORM TO ASTM STANDARDS SPECIFIED IN THE X
APPROVED CONSTRUCTION DOCUMENTS.
C. MANUFACTURER'S CERTIFIED TEST REPORTS. X
4. INSPECTION OF WELDING:
A. STRUCTURAL STEEL AND COLD-FORMED STEEL DECK: X
1) COMPLETE AND PARTIAL JOINTPENETRATION GROOVE X
WELDS.
2) MUTLIPASS FILLET WELDS X
3) SINGLE-PASS FILLET WELDS >5/16". X
5
4) PLUG AND SLOT WELDS. X
5) SINGLE PASS FILLET WELDS s 5/16" X
REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION
VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC
1. INSPECTION OF REINFORCING STEEL, INCLUDING PLACEMENT. — X
2. INSPECTION OF REINFORCING STEEL WELDING IN
ACCORDANCE WITH STRUCTURAL STEEL(SEE INSPECTION OF -
WELDING ITEM 5B.)
3. INSPECTION OF ANCHORS INSTALLED IN HARDENED
CONCRETE. (SEE NOTE 7) — X
4. VERIFYING USE OF REQUIRED DESIGN MIX. — X
5. AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE
SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR
CONTENT TESTS,AND DETERMINE THE TEMPERATURE OF THE X
CONCRETE.
6. INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR
PROPER APPLICATION TECHNIQUES. X -
7. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING
TEMPERATURE AND TECHNIQUES. — X
8. VERIFICATION OF IN-SITU CONCRETE STRENGTH, PRIOR TO
REMOVAL OF SHORES AND FORMS FROM BEAMS AND — X
STRUCTURAL SLABS.
9. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS
OF THE CONCRETE MEMBER BEING FORMED. — X
NOTES:
1. SPECIAL INSPECTOR:A QUALIFIED PERSON WHO DEMONSTRATES HIS COMPETENCE,TO
THE SATISFACTION OF THE BUILDING OFFICIAL, FOR INSPECTION OF THE PARTICULAR
TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION. THE SPECIAL
INSPECTOR SHALL BE EMPLOYED BY THE OWNER.
2. DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR:
A. OBSERVES THE WORK ASSIGNED FOR CONFORMANCE WITH THE APPLICABLE DESIGN
DRAWINGS AND SPECIFICATIONS.
B. FURNISHES INSPECTION REPORTS TO THE AUTHORITY HAVING JURISDICTION,
ENGINEER,AND OTHER DESIGNATED PERSONS. DISCREPANCIES SHALL BE BROUGHT
TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF
UNCORRECTED, TO THE PROPER DESIGN AUTHORITY AND AUTHORITY HAVING
JURISDICTION.
C. SUBMITS A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIAL
INSPECTION WAS,TO THE BEST OF THE INSPECTOR'S KNOWLEDGE, IN CONFORMANCE
WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE
WORKMANSHIP PROVISIONS OF THE GOVERNING CODE.
3. DUTIES AND RESPONSIBILITIES OF THE CONTRACTOR REGARDING SPECIAL INSPECTION:
A. THE CONTRACTOR IS RESPONSIBLE FOR NOTIFYING THE SPECIAL INSPECTOR WHEN
ITEMS NOTED ABOVE ARE TO BE INSPECTED.
B. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING THE SPECIAL INSPECTOR ACCESS
TO ITEMS REQUIRING SPECIAL INSPECTION.
6
4. THE TERM "CONTINUOUS,"AS STATED ABOVE, SHALL MEAN THE SPECIAL INSPECTOR IS ON
THE SITE AND IN THE GENERAL AREA,AT ALL TIMES, OBSERVING THE WORK REQUIRING
SPECIAL INSPECTION.
5. THE TERM "PERIODIC" MEANS THAT THE SPECIAL INSPECTOR IS ON SITE AT TIME
INTERVALS NECESSARY TO CONFIRM THAT THE WORK REQUIRING SPECIAL INSPECTION IS
IN CONFORMANCE WITH APPROVED PERMIT PLANS AND SPECIFICATIONS.
6. SPECIAL INSPECTION IS NOT REQUIRED WHEN WORK IS PERFORMED IN AN APPROVED
FABRICATOR'S SHOP IN ACCORDANCE WITH OSSC SECTION 1704.2.5.2. AND WHEN THE
REQUIREMENTS OF OSSC 1705.2 ARE MET.
7. POST-INSTALLED ANCHORS FOR CONCRETE AND MASONRY SHALL BE INSTALLED IN
ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS AND THE APPLICABLE ICC
EVALUATION SERVICES REPORT(ICC ESR). PERIODIC SPECIAL INSPECTION SHALL BE
PROVIDED IN ACCORDANCE WITH SECTION 1705.3 OF THE OSSC TO VERIFY THAT THE
ANCHOR INSTALLATION MEETS THE REQUIREMENTS OF THE APPLICABLE ICC-ESR.
7
{s rrv)
ol
n -k/ ,teln0r7 �Ic�-N�C�y �Y Q'LH.S - s _
0
NI gi
i , of 7 RJ°(\d r`/ `��r e. r .-47c-dim-ern ?/v C/cvzi /i kiim I , pi s 514// .xd i Q r '6'
.,, d Zl (`Ab it .»'6' c/ SbFtVet l n r y ;ElN/
cx Sr4 011-7 N',!.>.S ?/,( -{f V ,
It
r j z/s � v `p- 9r - -'i •orirr p ',N( 's .z7 /SAs
a [� VF-' tS5c � a� 1.uaz/ 7 y�_„-te.;
= Nc4044 rr0 Pirvurq yoTs
z
1-1
® `\—_ .—. . ,J'4.4=4.' 4.4_4-/.....e....." r ,-,•.- r, ., - ; p r /0,...,1_4, /; ; / /...4.4./ 1_'..L/.%LJ!L d i . _
.1 - 22/ r
ii
`y. ^�M�' - /63 j t —[ww6tiLt]���/L 9t,- c(At f-- " /.
j 30aHH 18- [ww660L].,b(L Et? -[ww8£b], /L LL 1i-
[wweJ6L
)1,1;:, 1-)r-
, {, ,, iii, �1 i [wwLZS]„4(£OZ ' [ww 8]„Z(L EE
[ww ,L] 9ri-
tl d [ww9LZ] g(L 0L
— — —�-- fp ij wwBE�]„tr/LLL .
! — —
f I [ww9S ].,trL —_ 4
....I..... 1.' i
[ww989]„LZli - [ww9LS],•8/S ZZ
_ II "`_ .-
-[ww989]��LZ �. t
s� ffItzt [wwIL].,9L/6o xoL ,,
Ca 12!
!r ! rrd // ff `Fd / ,'.J .„.. . s`f// r' ii fF �'6 ., /OY/ dfif,.."/ r/l /'di//, i.
"Ij
'root}�.,.a V4_t E->t� .:-.1=v- ' -?S C4 rN1_l U
.6 /
Subject - 7?-1?-4--47")ez Project #2 CPIAJ 2 a.2 0
JACOBS co,,,v&ia.rio., Sheet No. of
Authored by ` 4 Date _ /?? Checked by Date
' I
1 1
I I
i II
ri412.a bEIZ rirtJ L
1 1 4.A3/4 R4!et P4.4-re
i ' ey v6-6.Lboiz
) o Le-v4:t. ",i4
',Jur, ryp 1 1
g) '2240 ihicti .g.„14 .
1 I
r ii,)
/-11L- ri 141 r- Hy 2 ot'.3
....
,4 , ...L.24,, 77...=_7,
..7, :, : ' ' ' ' '''' /
\\,,,,N__...N.....,
, ,n.
.,• . • \
......____ _ .
116 644x )
I- x
8 t ---..
1 6 ill
(1Z —4
H
t 8 "
4c.
------1,"74---
JACOBS Subject Project #.2.C`P 3 0 2 �
1 NAV Sr`L.S 14 +
-- -- / -----.__---J----..- Sheet No. of ____
Authored by mac 3 Date yl?. Checked by Date
44 e E a c, .u.).
# 'S x 11-6 a /2 "U c
4-24 u rJ tt 17t ,Z t /tA-t r-t'
En-LR-L---6 .z) jL} rt-4-4? e A)) Co c l c,gam
c r•Aly tttL if t i_ ttY 200 a 0 6 x 6 =174"x a-8*4
#4hbN- &
,4
I ! • 0 • ® b
.. tiM i�t,. rMe t•tr `
t
y. \4 ,I�s aaew, �'2w v
(C) sLA-dC,oM?II CI�`-6 / lL. G
19-lEt;,JLsl . Noir 2.
7aI4
/, -CO/c. SH/4-11 e to> Ac.r c-- 7-0 A /-I1,.11 Art c3.1: /5"/10,
Vit=
4c7‘41 Di-`S ( 440b1F16-6 N-64-704. ) M 4x1 aur-i 114,r, DL-y.? c1,r'.
152V , S'7-10 4 FILL n'I/9-1-4---k/4L, t nl/AI t,/ M
. /t ck 4-j /S ✓&l2.1-'t -6 %b E*6- ,
r17i- d...C c L 0 C/ &A /4- 'Lw P/ ( 2`' _Q A- j-0 P
_C C%)0 ,r.1 Com' ('fJ) sz.. 413